- Email: [email protected]
Analysis on the preventative mechanisms of landslide stabilising piles
317A 915406 Probabilistic assessment of the stability of rock slopes Genske, D D; Walz, B Struct Safety V9, N3, Feb 1991, P179-195 Performance functions for two dimensional failure models (excluding wedge failure) are presented. Most of the parameters (mechanical, geometrical) of the performance functions must be considered as statistically diverse, and their statistics are thus analysed. Dependent on the failure mode, some of them dominate the safety level whilst others are unimportant. Probabilistic sensitivity studies using the First Order Second Moment approach are carried out. Design factors are derived which provide a certain probability of failure.
915407 Characteristic features of engineering geological survey on landslide prone slopes Ginzburg, L K Z’roc 6th International Congress Znternationol Association of Engineering Geoikgy, Amsterdam, 6-10 August 1990 VI, P627-634. Pub1 Rotterdam: A A Balkema. 1990 Engineering geological examination of slopes to identify those prone to instability is discussed. The general survey procedure and field and laboratory testing used are described: penetration tests, dynamic probing,examination of tests pits or trenches, and evaluation of existing slip surfaces. These surfaces may be identified by visual observation or examination of bench marks or inclinometers. Critical failure surfaces can be calculated by a variety of methods.
915408 Geological study of flow slide sensitive sediments Ligtenberg-Mak, C E; Krajicek, P V F S; Kuiter, C Proc 6th ZnternationaZCongress International Association of Engineering Geology, Amsterdam, 6-10 August 1990 VI, P691-695. Pub1 Rotterdam: A A Balkema. 1990
915410 AnaJyaia on the preventative medmnkm of landslide stabilishq piles Adachi, T; Kimura, M; Tada, S Proc 3rd ZnternationaZSymposium on Numerical Models in Geomechanics (NUMOG III), Niagara Fak, 8-11 May 1989 P691-698. Pub1 London: Elsevier Applied Science, 1989 Two dimensional model tests using an assembly of aluminium rods to simulate the ground were used to study the mechanism of stabilisation of slopes by walls of piles. Elastic-perfectly plastic finite element analysis including the imaginary viscosity method was also carried out, and results of the two approaches are compared. Soil movements around the piles and lateral earth pressures were evaluated. Arching effects are seen if pile spacing is less than about 8x diameter. Analytical results are inaccurate at large pile spacing.
Earth retaining structures See also: 915243. 915343. 915345 915411 Earth walls: makii the right choice Munfakh, GA Civ Engng, N Y V61, N2, Feb 1991, P48-51 Three basic elements affect wall behaviour: the structure, the ground, and external factors such as adjacent structures or traffic loads. Selection criteria include soil characteristics and compatibility with reinforcement, strain compatibility, life expectancy of the structure, groundwater, accessibility for construction, aesthetics, and cost. Case histories are presented where choices were made of a concrete faced tied back wall, a geotextile reinforced structure, and a wall constructed of backfilled cells made using H-Z section piles and sheet piles. 915412 Lower-bound approach to active and passive earth pressure problems Arai, K; Jinki, R Soils Found V30, N4. Dee 1990, P2.541
Flow slides, large scale sediment transport, often cause damage to coastal barriers in the Netherlands. They are caused by liquefaction. An investigation into the occurrence and progress of flowshdes is presented. Location of slides was mapped and morphology examined. Results indicate that both tidal and channel fills are sensitive to liquefaction.
A numerical procedure is presented for calculating the active and passive pressures acting on retaining walls by combining a lower bound approach and the discretisation technique of the finite element method. The procedure can take into account many factors which cannot be handled by conventional Coulomb or Rankine analysis, Two formulation methods are considered, depending on whether or not a potential slip surface is assumed. Case examples are presented and results compared with those of classical methods.
915409 Plastic collapse analysis of slopes of strain softening materials Tanaka, J; Kawamoto, 0 Proe 3rd ZaternationaZSymposium on NumericaZ Mm%3 in Geomechunics (NUMOG III), Niagara Fails, 8-11 May 1989 P667-674. Pub1 London: Elsevier Applied Science, 1989
915413 Evaluation of instrumentation for bending strain on Larmen sheet piling Little, J A; Williams, S G 0 Proc 2nd ZnteraatknaZ Confaence on Founnktioas and TmmeZs, Len&n, 192Z &ptember 1989 V2, PI7-23. Pub1 Edinburgh: Engineering Technics Press, 1989
A numerical procedure for collapse prediction of heavily overconsolidated clay slopes is presented, which uses pseudo equilibrium models by special reduced integration of Lagrange family finite elements. A non-associated strain softening elastoplastic soil model is used, which can take into account strain localization by shear banding. Effect of width of shear band and size effect on collapse loads are included. When applied to collapse of a slope in London Clay, the zone of shear strain concentration appears to agree well with actual slip surface. 0
Behaviour of a temporary anchored sheet pile wall in granular soils was monitored during a road improvement project. Vertical and horizontal movements in the soil adjacent to the wall were measured during piling installation and subsequent bulk excavation associated with the project. The strain gauges and inclinometer instrumentation used is described. Measures taken to protect this instrumentation during driving were evaluated using prior field tests.
1991 Pergamon Press plc. Reproduction
not permitted
915407 Characteristic features of engineering geological survey on landslide prone slopes Ginzburg, L K Z’roc 6th International Congress Znternationol Association of Engineering Geoikgy, Amsterdam, 6-10 August 1990 VI, P627-634. Pub1 Rotterdam: A A Balkema. 1990 Engineering geological examination of slopes to identify those prone to instability is discussed. The general survey procedure and field and laboratory testing used are described: penetration tests, dynamic probing,examination of tests pits or trenches, and evaluation of existing slip surfaces. These surfaces may be identified by visual observation or examination of bench marks or inclinometers. Critical failure surfaces can be calculated by a variety of methods.
915408 Geological study of flow slide sensitive sediments Ligtenberg-Mak, C E; Krajicek, P V F S; Kuiter, C Proc 6th ZnternationaZCongress International Association of Engineering Geology, Amsterdam, 6-10 August 1990 VI, P691-695. Pub1 Rotterdam: A A Balkema. 1990
915410 AnaJyaia on the preventative medmnkm of landslide stabilishq piles Adachi, T; Kimura, M; Tada, S Proc 3rd ZnternationaZSymposium on Numerical Models in Geomechanics (NUMOG III), Niagara Fak, 8-11 May 1989 P691-698. Pub1 London: Elsevier Applied Science, 1989 Two dimensional model tests using an assembly of aluminium rods to simulate the ground were used to study the mechanism of stabilisation of slopes by walls of piles. Elastic-perfectly plastic finite element analysis including the imaginary viscosity method was also carried out, and results of the two approaches are compared. Soil movements around the piles and lateral earth pressures were evaluated. Arching effects are seen if pile spacing is less than about 8x diameter. Analytical results are inaccurate at large pile spacing.
Earth retaining structures See also: 915243. 915343. 915345 915411 Earth walls: makii the right choice Munfakh, GA Civ Engng, N Y V61, N2, Feb 1991, P48-51 Three basic elements affect wall behaviour: the structure, the ground, and external factors such as adjacent structures or traffic loads. Selection criteria include soil characteristics and compatibility with reinforcement, strain compatibility, life expectancy of the structure, groundwater, accessibility for construction, aesthetics, and cost. Case histories are presented where choices were made of a concrete faced tied back wall, a geotextile reinforced structure, and a wall constructed of backfilled cells made using H-Z section piles and sheet piles. 915412 Lower-bound approach to active and passive earth pressure problems Arai, K; Jinki, R Soils Found V30, N4. Dee 1990, P2.541
Flow slides, large scale sediment transport, often cause damage to coastal barriers in the Netherlands. They are caused by liquefaction. An investigation into the occurrence and progress of flowshdes is presented. Location of slides was mapped and morphology examined. Results indicate that both tidal and channel fills are sensitive to liquefaction.
A numerical procedure is presented for calculating the active and passive pressures acting on retaining walls by combining a lower bound approach and the discretisation technique of the finite element method. The procedure can take into account many factors which cannot be handled by conventional Coulomb or Rankine analysis, Two formulation methods are considered, depending on whether or not a potential slip surface is assumed. Case examples are presented and results compared with those of classical methods.
915409 Plastic collapse analysis of slopes of strain softening materials Tanaka, J; Kawamoto, 0 Proe 3rd ZaternationaZSymposium on NumericaZ Mm%3 in Geomechunics (NUMOG III), Niagara Fails, 8-11 May 1989 P667-674. Pub1 London: Elsevier Applied Science, 1989
915413 Evaluation of instrumentation for bending strain on Larmen sheet piling Little, J A; Williams, S G 0 Proc 2nd ZnteraatknaZ Confaence on Founnktioas and TmmeZs, Len&n, 192Z &ptember 1989 V2, PI7-23. Pub1 Edinburgh: Engineering Technics Press, 1989
A numerical procedure for collapse prediction of heavily overconsolidated clay slopes is presented, which uses pseudo equilibrium models by special reduced integration of Lagrange family finite elements. A non-associated strain softening elastoplastic soil model is used, which can take into account strain localization by shear banding. Effect of width of shear band and size effect on collapse loads are included. When applied to collapse of a slope in London Clay, the zone of shear strain concentration appears to agree well with actual slip surface. 0
Behaviour of a temporary anchored sheet pile wall in granular soils was monitored during a road improvement project. Vertical and horizontal movements in the soil adjacent to the wall were measured during piling installation and subsequent bulk excavation associated with the project. The strain gauges and inclinometer instrumentation used is described. Measures taken to protect this instrumentation during driving were evaluated using prior field tests.
1991 Pergamon Press plc. Reproduction
not permitted